Loading...
Specifications (80) stdC cJ CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) RECEIVED #15238 Nov 0 7 2017 Structural Calculations CITY OF. IGARD BUILDING DIVISION Polygon at River Terrace �Ec PRo; 4 Single—Family ���; • 1 , Plan 3B DL—SG 4�R, td EcoN,k Tigard, OR , 22,�9 `' �tFS Design Criteria: 2015 IBC (2014 ORSC, OSSC) 10/18/2017 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 703 Broadway Street, Suite 510 Vancouver, WA 98660 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 P h: 425.454.7130 Fax: 425.646.0945 15238_2017.10.l8_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculalions.pdf Page 1 of 44 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 15238_3 DL-SG ROOF Roofing 3.5 psf Misc. 0.9 psf 5/8"plywood/OSB 2.2 psf Roof framing 3.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 2.8 psf NO gypsum concrete 0.0 psf 3/4"plywood/OSB 2.7 psf Floor framing 4.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc. 1.7 psf FLOOR DEAD LOAD 15.0 PSF 15238_2017.10.18_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 3 of 44 Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Timber Beam &Joist Page 1 15238_riverterrace_3abd.ecw:15238-B Description 15238-B-Roof Beams(1 of 2) LTimber Member Information RB.b1 RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 RB.b7 Timber Section 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 9.250 9.250 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 . 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Ar,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Ar,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 5.00 3.00 4.00 2.50 6.50 6.50 6.50 Dead Load #/ft 75.00 30.00 30.00 , 300.00 75.00 75.00 75.00 Live Load #/ft 125.00 50.00 50.00 500.00 125.00 125.00 125.00 Results Ratio= 0.1875 0.0270 0.0480 0.1875 0.3169 0.3169 0.3169 Mmax @ Center in-k 7.50 1.08 1.92 7.50 12.67 12.67 12.67 @ X= ft 2.50 1.50 2.00 1.25 3.25 3.25 3.25 fb:Actual psi 175.3 25.2 44.9 175.3 296.3 296.3 296.3 Fb:Allowable psi 935.0 935.0 935.0 935.0 935.0 935.0 935.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 18.8 3.2 5.3 20.8 27.0 27.0 27.0 Fv:Allowablesi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 p Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 187.50 45.00 60.00 375.00 243.75 243.75 243.75 LL lbs 312.50 75.00 100.00 625.00 406.25 406.25 406.25 Max.DL+LL lbs 500.00 120.00 160.00 1,000.00 650.00 650.00 650.00 @ Right End DL lbs 187.50 45.00 60.00 375.00 243.75 243.75 243.75 LL lbs 312.50 75.00 100.00 625.00 406.25 406.25 406.25 Max.DL+LL lbs 500.00 120.00 160.00 1,000.00 650.00 650.00 650.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.004 -0.000 -0.001 -0.001 -0.012 -0.012 -0.012 UDefl Ratio 14,633.5 169,368.9 71,452.5 29,266.9 6,660.7 6,660.7 6,660.7 Center LL Defl in -0.007 -0.000 -0.001 -0.002 -0.020 -0.020 -0.020 UDefl Ratio 8,780.1 101,621.3 42,871.5 17,560.2 3,996.4 3,996.4 3,996.4 Center Total Defl in -0.011 -0.001 -0.002 -0.003 -0.031 -0.031 -0.031 Location ft 2.500 1.500 2.000 1.250 3.250 3.250 3.250 UDefl Ratio 5,487.6 63,513.3 26,794.7 10,975.1 2,497.7 2,497.7 2,497.7 15238_2017.10.18_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 5 of 44 137" (2)TRIM 21x4' 0 g 4 m® Ss o \ STUDS \\> E.A. END s9.oSi_ TFB.b3 fiFB.b23 0 5195x9 l' R NOR \O �'". ..."...'"".."----(7. -711±'Z'l 2)z)07-7-FDR."'''' �"'';«A """�''�4X0 HDA 3 4X1 HD 0 4X1 Ho�R ,;-;.."---::-.-7E.l i 1 TFB.b2 1- TTP. A ADJACENT TFE,b3 (2) RIM I I THIS END ii'-- �1 Ir I WINDOWS ;1)2X6 KING I_ N�7 i�� 1 1I STUD BI . SGL o s, �� ri I� e=_s4 TRIMMERS, J.N.O. 1N,q = /I / /,� NRI IE 1#� �1 W Cc A`--' �i N H FIXPJRES w ABOVE Po „ i: 00 0. O m; 1 I 1Yo; o 59.0 ` I w 65 v. a im I° i.'6,, .... N r. <__ i _ N TFB,b8 dr, TFB.b9 B..10 '.5X14 BIG BEAM FB 0 qr ® 3.5X BIG1.44 FB 3. X14 IG B11AM i .© —}}—H---FF-�'I_H n ir,-rira�ra H 3 - o RIM ,,'I _1_ / r-r li III I 111 I 592 -r r- I• • x -,•;:-/.-.7,:;:-/.7,-.7,, °a�����4 9 s�� �`r I .0 EN`FQR STHD14 m 'ST FRAMIkG I STHD14 I I -4- ,i \ I P4 I 1 X i FIXTURES BIM 'N ABOVE [ti. 2 4 j�� �---_j MST P4 I SSA P7. ; I I r 1=R, 7 fi � -1 8 h ' �x'H ep f II I. I 6 " s^ 6y4STHD14RJ % m© I � 3.5X14 BG BEAM FB� _ ---+_--V 7X14 ZAM- 1 --- H¶W h1'+ILII... ',/////,/„,,,,,,,,,,,,,,,,aiiiui,,,o�,,,; B.IA.i. m �, 6x6 m STHD14RJ IN qr PO 3T cc M CI ICD ! im �E mi0 i� ” .4-C'' J <t N M a $.+ X ~ -- --TFB.b6_ I Lo. I f- -- - � ,,. \\ ' l\ i=tl—'--tee W , - UREA. FB � IBJ'- 59.1 43.541 --� r . in © "1_,L. 14.'Sx A FB U \ i I .,-+ I I I1---q---r ---1=1-1 \� I I xA I • 1 __ ® I1 p►n_' 5x14 BIG BEAM F L - • 1 I l -- `-.`2S16.5 COt\T. GI�Q. - -0.0 -(2)2X, R ©.. I T B.b13 - - STHD1f I ii18 TFB.b7 TFB.b7 i© U U U U 18 (2)2x6 CONT. STRUC FASCIA 18 'o L o P3 56.1 LEDGER 56.1 P3 I= MANUFACTURED ROOF _ . o a TRUSSES ® 24" O.C. o MANUFACTURED r;-"A .7? I v ROOF TRUSSES ® ' ai RI ' 24" O.C. I r—6 6x6 6x6 W/ �,ll POSTT CAP POST CAP 1 Rh TFB.b21 = NOT USED � / 'RAMING NOTES1 TFB•b18 = NOT USED L GABLE END TRUSS - J �Typ, 15238_2017.10.18_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 7 of 44 Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Timber Beam &Joist Page 1 15238_riverterrace_3abd.ecw:15238-B Description 15238-B-Top Floor Beams(2 of 4) Timber Member Information TFB.b8 TFB.b9 TFB.b10 TFB.b11 TFB.b12 TFB.b13 TFB.b14DNE Timber Section Prllm:3.5x14.0 Prllm:3.5x14.0 Prllm:3.5x14.0 5.5x14 Prllm:3.5x14.0 5.125x16.5 2-2x10 Beam Width in 3.500 3.500 3.500 5.500 3.500 5.125 3.000 Beam Depth in 14.000 14.000 14.000 14.000 14.000 16.500 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Level,LSL 1.55E iLevel,LSL 1.55E Level,LSL 1.55E Rosboro,Bigbeam Level,LSL 1.55E Douglas Fir,24F- Hem Fir,No.2 2.2E V4 Fb-Basic Allow psi 2,325.0 2,325.0 2,325.0 3,000.0 2,325.0 2,400.0 850.0 Fv-Basic Allow psi 310.0 310.0 310.0 300.0 310.0 240.0 150.0 Elastic Modulus ksi 1,550.0 1,550.0 1,550.0 2,200.0 1,550.0 1,800.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Manuf/Pine Manuf/Pine Manuf/Pine GluLam Manuf/Pine GluLam Sawn Repetitive Status No No No No No No No [enter Span Data Span ft 13.00 8.50 6.00 19.00 7.00 16.00 3.00 Dead Load #/ft 240.00 240.00 240.00 180.00 200.00 95.00 90.00 Live Load #/ft 640.00 640.00 640.00 480.00 510.00 75.00 240.00 Dead Load #/ft 142.50 75.00 Live Load #/ft 350.00 125.00 Start ft 9.500 End ft 16.000 Point#1 DL lbs 456.60 -216.00 1,209.30 LL lbs 904.90 -295.30 2,093.10 @ X ft 10.750 6.000 9.000 Results Ratio= 0.8392 0.3588 0.1788 0.8040 0.1849 0.5223 0.1789 Mmax @ Center in-k 223.08 95.37 47.52 427.96 49.16 290.13 7.15 @ X= ft 6.50 4.25 3.00 10.41 3.39 9.02 1.50 fb:Actual psi 1,951.1 834.1 415.6 2,382.0 430.0 1,247.6 167.2 Fb:AllowableP si 2,325.0 2,325.0 2,325.0 2,962.8 2,325.0 2,388.9 935.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 144.3 83.3 49.8 122.5 53.4 86.5 21.0 Fv:Allowable psi 310.0 310.0 310.0 300.0 310.0 240.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,560.00 1,020.00 720.00 1,908.26 669.14 1,477.21 247.50 LL lbs 4,160.00 2,720.00 1,920.00 4,952.92 1,742.81 1,977.84 547.50 Max.DL+LL lbs 5,720.00 3,740.00 2,640.00 6,861.18 2,411.96 3,455.05 795.00 ©Right End DL lbs 1,560.00 1,020.00 720.00 1,968.34 514.86 2,178.34 247.50 LL lbs 4,160.00 2,720.00 1,920.00 5,071.98 1,531.89 3,590.26 547.50 Max.DL+LL lbs 5,720.00 3,740.00 2,640.00 7,040.32 2,046.74 5,768.59 795.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.124 -0.023 -0.006 -0.231 -0.008 -0.113 -0.001 L/Defl Ratio 1,254.8 4,488.9 12,762.8 989.1 10,748.3 1,703.8 30,794.3 Center LL Defl in -0.332 -0.061 -0.015 -0.587 -0.021 -0.173 -0.003 L/Defl Ratio 470.5 1,683.4 4,786.1 388.1 4,002.8 1,112.1 13,920.7 Center Total Defl in -0.456 -0.083 -0.021 -0.818 -0.029 -0.285 -0.004 Location ft 6.500 4.250 3.000 9.576 3.472 8.384 1.500 L/Defl Ratio 342.2 1,224.3 3,480.8 278.7 2,916.7 672.9 9,586.9 15238_2017.10.18_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 9 of 44 Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Timber Beam &Joist Page 2 15238 iverterrace_3abd.ecw:15238-B Description 15238-B-Top Floor Beams(3 of 4) Center DL Defl in -0.014 -0.022 -0.003 -0.041 0.010 -0.001 -0.039 UDefl Ratio 3,397.4 2,676.9 27,846.2 3,253.3 9,056.4 26,530.5 2,442.8 Center LL Defl in -0.024 -0.036 -0.003 -0.073 0.016 -0.003 -0.065 UDefl Ratio 2,042.0 1,675.6 23,562.2 1,804.7 5,414.3 13,896.9 1,465.7 Center Total Defl in -0.038 -0.058 -0.006 -0.114 0.026 -0.004 -0.105 Location ft 2.000 2.500 3.000 6.028 4.321 1.500 4.000 UDefl Ratio 1,275.4 1,030.5 12,762.8 1,160.8 3,388.7 9,119.9 916.1 Cantilever DL Dell i 0.028 -0.037 Cantilever LL Defl i 0.048 -0.064 Total Cant.Defl i 0.076 -0.101 UDefl Ratio 630.3 890.9 15238_2017.10.18_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 11 of 44 12 4 _ \: /P.T 6xE HDF -- MFB.b3 MF bP3•T B. F Cob N a O a CO€nt A xO� ��•'- Rl 2X LEDGER P4 2 SIMPSON DTT2Z- 4 MFB.b2 SDS2.5 (1 IN, 1 OUT) STHD14 THD 4 ��-yL© S I14 p 2 10 HDR 2 2X10 HDR 2 2X10 H•' "14RJ TO DBL 2X8 JOIST TO , —' - - -<�- - INTERIOR RIM/JOIST 3..5 .5 BIG BEAN HDR IYP. A ADJP NT NDO • © © OO WITH WEB STIFF; .g b_ (1) X6 K G STK/ BE . 5 L 10/S6.2 TF IMMEF., U.J 0. U 1. 1O N Oi O 1 J` 0 CO a N y_ a S F �PgOST v MEB,,b4 k39B vgB.b10 3.5X11 875 L/L FB 3.5.1"''11.87 VL =B 3.5X11 875 L JL FB N--�- --1'1-- Nr-- P --IU-- fu__ME231 31711' FB��' 33 V 1 _1to 6X8 POST � ./ 1 =uRM it;m i. '' I ABV.1 x 2 u",> ulie r .. STAIR 1 t Ia I ' N FRAMING € OST z J1- s. �STHD14 P4 STHD14 ABOVE ��` ,(2)2X10 HDR €01:4_ _ g. r . — \_s STUD14R, FIYTURE --1�) THD14RJ P BOVE I ,I BEARING I-JO •CKIN3 L_ WALL ABOVE__ ABO . WAL SLAB ON GRADE 1r 1 4 SEE FOUNDATION PLAN (A6) .}.--- I fid: 9 - I 4x8 HDR I 11 14x8 HDRI r 14x8 HDR THD14RJ J4K B.b11L___ „,6x• g -2___1 1 B.b r— PC ST PD' 4x4 POST O U0N O E N Of PONY WALL ,® D1 v, L :(~j7 O r 1 I PONY WALL I L J 1 1 T---1--M---------1----T-1 1 - 11 L STHD140 � STHD14 15238_2017.10.18_RT SF_Suspended Garage_Plan 3B DL-SG_Struc ral Calculations.pdf Page 13 o11 • L J Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 - 15238_riverterrace_3abd.ecw:15238-B Description 15238-B-Lower Floor Beams(2 of 2) Timber Member Information MFB.b8 MFB.b9 MFB.b10 MFB.b11 MFB.b12 Timber Section 6x12 Prilm:3.5x11.875 Prllm:3.5x11.875 4x8 2x8 Beam Width in 5.500 3.500 3.500 3.500 1.500 Beam Depth in 11.500 11.875 11.875 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Truss Joist- Truss Joist- Douglas Fir- Hem Fir,No.2 Larch,No.1 MacMillan, MacMillan, Larch,No.2 ' Fb-Basic Allow psi 1,000.0 2,600.0 2,600.0 900.0 850.0 Fv-Basic Allow psi 180.0 285.0 285.0 180.0 150.0 Elastic Modulus ksi 1,700.0 1,900.0 1,900.0 1,600.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No [Center Span Data Span ft 6.00 13.00 6.50 6.50 9.75 Dead Load #/ft 200.00 172.50 200.00 105.00 20.00 Live Load #/ft 530.00 460.00 530.00 280.00 54.00 Results Ratio= 0.3252 0.7497 0.2163 0.6801 0.7873 Mmax @ Center in-k 39.42 160.34 46.26 24.40 10.55 ©X= ft 3.00 6.50 3.25 3.25 4.87 fb:Actual psi 325.2 1,949.2 562.4 795.8 803.0 Fb:Allowable psi 1,000.0 2,600.0 2,600.0 1,170.0 1,020.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 35.7 125.8 59.6 60.4 43.8 Fv:Allowable psi 180.0 285.0 285.0 180.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK _Reactions @ Left End DL lbs 600.00 1,121.25 650.00 341.25 97.50 LL lbs 1,590.00 2,990.00 1,722.50 910.00 263.25 Max.DL+LL lbs 2,190.00 4,111.25 2,372.50 1,251.25 360.75 ©Right End DL lbs 600.00 1,121.25 650.00 341.25 97.50 LL lbs 1,590.00 2,990.00 1,722.50 910.00 263.25 Max.DL+LL lbs 2,190.00 4,111.25 2,372.50 1,251.25 360.75 _Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Deft in -0.005 -0.119 -0.009 -0.024 -0.066 UDefl Ratio 14,630.2 1,306.0 9,011.2 3,289.3 1,781.7 Center LL Defl in -0.013 -0.319 -0.023 -0.063 -0.177 L/Defl Ratio 5,520.8 489.7 3,400.4 1,233.5 659.9 Center Total Defl in -0.018 -0.438 -0.032 -0.087 -0.243 Location ft 3.000 6.500 3.250 3.250 4.875 UDefl Ratio 4,008.3 356.2 2,468.8 897.1 481.5 15238_2017.10.18_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 15 of 44 Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Timber Beam &Joist Page 1 15238_riverterrace_3abd.ecw:15238-B Description 15238-B-Crawl Space Beams Timber Member Information CS.bl CS.b2 cS.b3 CS.b4 Timber Section 4x8 4x8 4x8 4x8 Beam Width in 3.500 3.500 3.500 3.500 Beam Depth in 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Douglas Fur- Douglas Fir- Larch,No.2 Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span Data Span ft 6.00 6.50 3.75 6.00 Dead Load #/ft 150.00 105.00 126.00 126.00 Live Load #/ft 400.00 280.00 340.00 340.00 Dead Load #/ft 400.00 Live Load #/ft 800.00 Start ft End ft Results Ratio= 0.8279 0.6801 0.9796 0.7015 Mmax©Center in-k 29.70 24.40 35.14 25.16 @ X= ft 3.00 3.25 1.87 3.00 fb:Actual psi 968.6 795.8 1,146.1 820.7 Fb:Allowable psi 1,170.0 1,170.0 1,170.0 1,170.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 78.0 60.4 125.6 66.1 Fv:Allowable psi 180.0 180.0 180.0 180.0 Shear OK Shear OK Shear OK Shear OK Reactions ©Left End DL lbs 450.00 341.25 986.25 378.00 LL lbs 1,200.00 910.00 2,137.50 1,020.00 Max.DL+LL lbs 1,650.00 1,251.25 3,123.75 1,398.00 @ Right End DL lbs 450.00 341.25 986.25 378.00 LL lbs 1,200.00 910.00 2,137.50 1,020.00 Max.DL+LL lbs 1,650.00 1,251.25 3,123.75 1,398.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Deft in -0.025 -0.024 -0.013 -0.021 L/Defl Ratio 2,927.4 3,289.3 3,419.4 3,485.0 Center LL Defl in -0.066 -0.063 -0.029 -0.056 UDefl Ratio 1,097.8 1,233.5 1,577.7 1,291.5 Center Total Defl in ' -0.090 -0.087 -0.042 -0.076 Location ft 3.000 3.250 1.875 3.000 L/Defl Ratio 798.4 897.1 1,079.6 942.3 15238_2017.10.18_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 17 of 44 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: 15238 3 ABD DL Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE=II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR Is= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.42 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SM1=F„"S1 SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 SD1= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor 00= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 15238_2017.10.18_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 19 of 44 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART: CT PROJECT#: 15238_3 ABD DL F-B S-S ASCE 7-10 2015 IBC Ridge Elevation(ft)= 42.00 42.00 ft. Roof Plate Ht.= 29.53 29.53 Roof Mean Ht.= 35.77 35.77 ft. --- Building Width= 37.0 45.0 ft. Basic Wind Speed 3 Sec.Gust= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable PS30A= 21.6 21.6 psf Figure 28.6-1 Ps3o B= 14.8 14.8 psf Figure 28.6-1 Ps3o c= 17.2 17.2 psf Figure 28.6-1 Ps3o D= 11.8 11.8 psf Figure 28.6-1 X= 1.00 1.00 Figure 28.6-1 Kit= 1.38 1.38 Section 26.8 windward/lee= 1.00 1.00 X*Krt*Iw*windward/lee : 1.38 1.38 ps=X*KZt*I*ps3o= (Eq.28.6-1) PSA= 29.81 29.81 psf (Eq.28.6-1) PSB = 20.42 20.42 psf (Eq.28.6-1) Ps c = 23.74 23.74 psf (Eq.28.6-1) Ps D= 16.28 16.28 psf (Eq.28.6-1) Ps A and c average= 26.8 26.8 psf Ps B and D average= 18.4 18.4 psf a= 3.7 3.7 Figure 28.6-1 2a= 7.4 7.4 width-2*2a= 22.2 30.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00 1.00, 1:00 1`.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 42.00 12.5 0 184.6 0 276.8 0 184.6 0 376.6 Roof -- 29.53 29.53 4.5 67.27 0 100.9 0 67.27 0 137.3 0 10.1 12.3 12.68 12.68 15.16 15.16 2nd 9.09 20.44 20.44 10.2 150.9 0 226.3 0 150.9 0 307.9 0 6.0 7.3 9.87 22.55 11.81 26.97 1st 11.30 9.14 9.14 10.2 151.3 0 226.9 0 151.3 0 308.6 0 6.1 7.4 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 AF= 1385 AF= 1684 22.2 26.9 V(F-B)= 32.44 V(S-S)= 38.81 kips kips kips kips 15238_2017.10.18_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 21 of 44 as f 1.Fal",-, 6 pTPo9r Milbrondt Arshitetis 8 49C1Ri,..to R 001,441$ Ill' NI.N14INsi nklxr MI5 (5 AIM �� F� 0® xx LOOFA 0Q 5.14.4.rin L6MM411M Q� EA.Ems ABrnE SOI,mn- ( t Ar W.k aA^A Y,NR1Xax ,, xs(1.•IPo ll� //�1FOr Nx x MO NOP =MON NOON FRAMING FRAMING LEGEND ni...� L00° f"''lPT] CEA M FO Ye•/,as N a1 r..le. a ( AWN.; lair, b 5,i�Ry'u A,QC9� .rel aaEBAwlPAOHOPeRORAwNOa. e. "�' 921,M IG �' N,° POMP RN r NaneMi5n6 , IMM 5. N.O. M MB SBFT. 0 Sr n w FS FLL•TI BEAM OS ORAD STRUT TRUSS TlPF OF 0* nR -__X 1 1: z Br OMEN TRUSS l i IN P S E MB .A.,111:,,,,.=74,14.119EEaNEE lIx � � R 3 noon• reossr ST .E e, pl y MAO TRUSS 5 i On r i•CINDER MUSS m � R -STRUCTURAL Beau 5x14 MC:A.I re ' 3.53 6M: FB l 41 S%D Bn NFO G. .ex -e BA FB .I —— e •JONI FRAMIuo - .5..•iir� e , .s B>6tftt -• IC LL ® •Ixlxx ro9ruxo ev Qi: .. 1'l `.` 6Xe nor 9 r'i dI ME�e.P49r,�6 !m IN X kI •vENr oucnxoPArn °'b4.ptoa YEtiN :s.i 1 SRO 4” 1 .Sion MNpry T ...... .... PoSr ; µ0 �_ I .r ,,,++iiia' /� ® •aMMxt.avid ,—FlNNXE ._ _-, 1 '' .uw.�. ;5 `• ' • ....a l.wM ! xx% 1,/,).....:611-1 ' _ 1_```'`1 ,4 .�. ani x SHEAR WALL NOTES 1 4 -- -__ I.,.r."°,...., N b I Y. ems• :¢w�. _ xNIII' MY" I mO4a.r I use Gv wFa TAM " 'I V' zK CO . .. • SEE raeR)Atlp;PLw("e) 1/T� N Q fq .1trIOn 4, R Q t PA romww+aHrr mrw..srrrn. d molal I L3 -�1wte MR I L Pa9rJ -"1.1 Po9Ij�MOIw YJ• IINI� 94EA 4AW4oOW SEE Wdt]� Fls Jv pop" /-1-10X3 HOLM."TYPE"BPS NIS s, e I th x 4 a .5 xi — PONY WALL = EM.GD6HEr.GpAPM DIAPHRAGM a APPLIED TO SAME ME 0 AOt,Ir..B4."a CO '''''''''o a F U -T,7,4,-i y,een...req N.I• 1 r. r. i— ic> 1' a!eEer4R § 1 00 F 1 °EO — SONE a4PnnvuuB REanRE a vurE 4 SEE6S0SI..F PI4µROMARMOLLDETN14 MEM A L a sE ti 5440.1 iii " = 'Alta I A__ 1 SANT. E 1 i Z y A 4 a 5.01 i ------sl Q m ROOF FRAMING LEGEND 0 ��lyA ;er. - '' "" 7/1 S d Roo' w I 1 'I 1 'J 6 Roof FRAMING 0 Fill .,331 Oi r____ C0111.R TRUSSES 0 Ba•O.C. II OCf ROM PRFMANUFAC,WED ROOF TRUSSES ---- - -I0OOER 10MPERAOM p xo.4 ono. MANUFACTURED ROOF BMENMitlNa TRUSSES 0 Se 04 fif STRUCTURALFA9b" THE SHEARWAILS HAVE THE SAME tdj FII FLUSH BAM ROOF FRAMING NOTES LABELS FOR PLANS 3A 3B and 3D t0 t NOR MEAGER-SEE.ua11.TYR U.N.U. I. a..e..IF I.W.e Nam..re M.eM.e. L N p DB ORA451401 e z a strwArm R.mXl11e."xw"'nr,,ARC.. MAIN FLOOR SHEAR PLAN& BSMT.FLOOR SHEAR PLAN& 41 E a TRUSSOT ORDEN R.;m Te"�9ya LPA.met RM�R „a�. Plan 3A Daylight TOP FLOOR FRAMING PLAN Plan 3A Daylight MAIN FLOOR FRAMING PLAN f- C 0 ae MnEE SH4SO61.0 APA.a a WAMwwRrm lMr:�.vml wh xx u.'-E-0 Su'-x•-0 l Si U FON CAMBER R°uo.I AM.en.:emAmnon xM.A.1.04.A A.°A auA �, A..ws..,IMO.em w..0°ee.a..00e yy M -0001104404 ti.o.l Nn w*p NEN,.U e�nxRM.en.1.eM O 0 Rn5. .c m AT.A NNW. Mw°IeMeu°u°iee 1N relow 1miI'edOM,. RMRN O I- • 0 elica.AN WNW: •aRUCTURAL BEAU .nawn.eme 'ie'AlNTorim°mb.elk em;;;IN O q 0 8000 MANN. W Ip en.°e nFxe°.m°°ne 'e e°ees.end °FlIele 4 DO Ola .a." I^:..: :: FALSE FRAMING I.0Mer5°°M'°Lm 11 0004..s0Ra NWPro , T a o �` a"4"1:-.4717:.7.47.2::17.':%^ $, ma.x0n^.4^ O a DANIEL ACCESS aMA 4405rel.uN.o' a L Paler m x,x:aa 611.0.66,1 n R1Iw NR.e,n:lpe 3y ' ®`t •I)x'P09,U sO.s¢O n nnx:-4l4a G FORrb.eaMx:rlcMM IM F ali° eo here dp.m ve ppenepa 1.JAM. 16-0 \�,..',AN PLATE IEEE Pun AWe ecM. mmmFroe o... xabxf106 R^'e^e°m'W'.°aX�aeN FAA 6v mw.wgnx 'y AMA AN 5 w a w..a:lmeu4.e+ne• A °�-x-•. 1 A8.1 M..I...A S D .w_0IIP ,... _a�..L...,. ...p ....00..,& ,...... SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_3 ABD_DL Diaph.Level: 2nd Panel Height= 10.1 ft. Seismic V I= 3.27 kips Design Wind F-B V I= 6.92 kips Max.aspect= 3,5Sum Seismic V I= 7.37 kips Sum Wind F-B V I= 13.53 kips Min.Lwall= 2.89 ft. Wind Wind E.Q. E.Q. p- 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LOLefl. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Ueen, OTM Row Unet Ueum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (Of) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext L2 836.5 35.5 36.5 1.00 0.30 2.96 3.80 1.64 2.05 1.00 1.00 104 P6TN P6 191 37.24 174.93 -3.95 -3.95 68.32 129.58 -1.76 -1.76 -1.76 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R2 158.9 4.5 8.8 1.00 0.30 0.56 0.72 0.31 0.39 1.00 0.89 175 P6 P6 286 7.08 5.32 0,46 0.46 12.98 3.94 2.36 2.36 2.36 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R3a' 401.5 11.5 13.0 1.00 0.30 1.42 1.83 0.79 0.98 1.00 1.00 154 P6 P6 282 17.88 20.18 -0.21 -0.21 32.79 14.95 1.65 1.65 1.65 Ext R3be 276 7.8 9.3 1.00 0.30 0.98 1.26 0.54 0.68 1.00 1.00 157 P6 P6 288 12.29 9.68 0.37 0.37 22.54 7.17 2.17 2.17 24 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 ' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1673 1673 59.3 59.3=Leff. 5.92 7.61 3.27 4.10 1.00 EV,„„d 13.53 EVE0 7.37 Notes: denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 3B DL-SG_Structurai Calculations.pdf Page 27 of 44 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238 3 ABD DL Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 4.10 kips Design Wind F-B V i= 9.10 kips Max.aspect= 3.5 Sum Seismic V i= 4.10 kips Sum Wind F-B V I= 9.10 kips Min.Lwall= 2.57 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL.R. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type OTM RoTm Lino U,,m OTM ROTM Un,i Usum U:em (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1a* 725.2 16.0 21.5 1.00 0.15 3.64 0.00 1.64 0.00 1.00 1.00 103 P6T44 P6 227 14.76 23.22 -0.55 -0.55 32.76 17.20 1.01 1.01 4,04 Ext B1 b* 181.3 4.0 9.5 1.00 0.15: 0.91 0.00 0.41 0.00 1.00 0.89 115 P6Tt4 P6 227 3.69 2.57 0.34 0.34 8.19 1.90 1.89 1.89 4,89 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F1 a* 226,6 2.5 5.8 1.00 0.15 1.14 0.00 0.51 0.00 1.00 0.56 369 P3 P4 455 4.61 0.97 1.99 1.99 10.24 0.72 5.19 5.19 649 Ext Fl b* 226.6 2.5 6.8 1.00 0.15 1.14 0.00 0.51 0.00 1.00 0.56 369 P3 P4 455 4.61 0.97 1.99 1.99 10.24 0.72 5.19 5.19 6.4-9 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F2a* 272 3.0 4.0 1.00 0.15 1.36 0.00 0.62 0.00 1.00 0.67 308 P4 P4 455 5.54 0.81 2.03 2.03 12.28 0.60 4.85 4.85 4,86 Ext F2b* 181.3 2.1 3.1 1.00 0.15 0.91 0.00 0.41 0.00 1.00 0.47 41813 P4 433 3.69 0.44 2.27 2.27 8.19 0.33 5.33 5.33 6.33 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1813 1813 30.1 30.1=L eff. 9.10 0.00 4.10 0.00 EV wind 9.10 EVEQ 4.10 Notes: denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 29 of 44 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_3 ABD DL . Diaph.Level: 1st Panel Height= 9.14 ft. Seismic V i= 0.97 kips Design Wind F-B V I= 7.10 kips Max.aspect= 3.5 Sum Seismic V I= 8.34 kips Sum Wind F-B V i= 23.28 kips Min.Lwall= 2.61 ft. I Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Lot_en. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM U„ei Us„m OTM Row U„et U,,,m Us„m (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B4 135.1 9.3 12.0 1.00 0.40 1.16 3.10 0.16 1.41 1.00 1.00 169 P6 P4 460 14.29 19.96 -0.66 -0.66 38.91 14.80 2.81 2.81 2.81 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 85a" 93.76 6.5 15.3 1.00 0.40 0.80 2.15 0.11 0.98 1.00 1.00 167 P6 P4 454 9.91 17.84 -1.36 -1.36 27.00 13.22 2.36 2.36 136 Ext B5b' 46.88 3.3 9,3 1.00 0.40 0.40 1.07 0.05 0.49 1.00 0.71 235 P6 P4 454 4.96 5.41 -0.18 -0.18 13.50 4.01 3.67 3.67 347 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext FC 275.8 7.7 7.7 1.00 0.40 2.37 1.39 0.32 0.63 1.00 1.00 125 CONCRETE 490 8.74 10.59 -0.26 -0.26 34.35 7.84 3.78 3.78 3.78 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Gar2 275.8 33.0 33.0 1.00 0.40 2.37 8.47 0.32 3.87 1.00 1.00 127 CONCRETE 328 38.32 196.02 -4.88 -4.88 99.06 145.20 -1.43 -1.43 -1.43 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1103 827.3 59.7 48.8=Leff. 7.10 16.18 0.97 7.37 EV wind 23.28 EVEQ 8.34 Notes: « denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 31 of 44 JOB#: 15238_3 ABD_DL ID: Blab w d1= 150 plf V eq 2050.3 pounds V1 eq = 1640.2 pounds V3 eq = 410.1 pounds V w= 4549.5 pounds V1 w= 3639.6 pounds V3 w= 909.9 pounds ► ► v hdr eq= 66.1 Of ► A H head = A v hdr w= 146.8 plf 1.08 v Fdrag1 eq= 582 F2 eq= 146 A Fdragl w= 91 F2 .- 323 H pier= v1 eq= 102.5 plf v3 eq= 102.5 plf 5.0 vi w= 227.5 plf v3 w= 227.5 plf feet H total= 2w/h= 1 2w/h= 1 9.08 v Fdrag3 eq= : F4 e.- 146 feet A Fdrag3 w= 1291 F4 w= 323 P6TN E.Q. 2w/h = 1 P6 WIND 1 H sill= v sill eq = 66.1 plf 3.0 EQ Wind v sill w= 146.8 plf feet OTM 18617 41309 R OTM 64868 48050 • UPLIFT -1658 -242 UP sum -1658 -242 H/L Ratios: L1= 16.0 L2= 11.0 L3= 410 Htotal/L= 0.29 0-1 104 Hpier/L1= 0.31 Hpier/L3= 1.25 L total= 31.0 feet 15238_2017.10.18_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 33 of 44 JOB#: 15238_3 ABD_DL ID: F2ab w dl= 150 plf V eq 1025.1 pounds V1 eq = 603.0 pounds V3 eq = 422.1 pounds V w= 2274.7 pounds V1 w= 1338.1 pounds V3 w= 936.7 pounds v hdr eq= 88.4 plf ► •H head= A v hdr w= 196.1 plf 1.08 V Fdrag1 eq= 338 F2 eq= 237 A Fdrag1 w= .0 F2 ,- 525 ' H pier= vi eq= 201.0 plf v3 eq= 239.3 plf 5.0 v1 w= 446.0 plf v3 w= 446.0 plf feet H total= 2w/h = 1 2w/h = 0.84 9.08 . Fdrag3 eq= •• F4 e•- 237 feet A Fdrag3 w= 750 F4 w= 525 P6 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 88.4 plf 3.0 '''" EQ Wind v sill w= 196.1 plf feet OTM 9308 20655 R OTM 9083 6728 w UPLIFT 22 1334 UP sum 22 1334 H/L Ratios: L1= 3.0 L2= 6.5 L3= 2.1 Htotal/L= 0.78 0-4 N 0 Hpier/L1= 1.67 0 Hpier/L3= 2.38 L total= 11.6 feet 15238_2017.10.18_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 35 of 44 JOB#: 15238_3 ABD_DL ID: B3ab w dl= 250 plf V eq 1893.4, pounds V1 eq = 1230.7 pounds V3 eq = 662.7 pounds V w= 4171.4 pounds V1 w= 2711.4 pounds V3 w= 1460.0 pounds ► ► v hdr eq= 86.1 Of -0.- • ►•H head= A v hdr w= 189.6 plf 2.19 v Fdragl eq= 671 F2 eq= 361 A Fdragl w= -79 F2 . 796 H pier= v1 eq= 189.3 plf v3 eq= 189.3 plf 5.0 v1 w= 417.1 plf v3 w= 417.1 plf feet H total= 2w/h = 1 2w/h = 1 11.29 v Fdrag3 eq= • F4 e•- 361 feet A Fdrag3 w= 1479 F4 w= 796 P6 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq = 86.1 plf 4.1 '' EQ Wind v sill w= 189.6 Of feet OTM 21376 47095 R OTM 54450 40333 • w UPLIFT -1670 342 UP sum -1670 342 H/L Ratios: L1= 6,5 L2= 12.0 L3= 3.5 Htotal/L= 0.51 4 Hpier/L1= 0.77 Hpier/L3= 1.43 L total = 22.0 feet 15238_2017.10.18_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 37 of 44 Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Shear(o)(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 10 1,125 (1575 WIND) 0.51 3.42 1-10 1/2" 8 1520 EQ(2128 WIND) Foundation for Wind or Seis1mic Loadingi''b,�5x331 EQ(1444 WIND) (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1-(0.5-SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is nota design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) • . Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening opposite side of sheathing wall height 0 I '-: : : : ;., -!-i-i-:i.: Fasten top plate to header Min.3"x 11-1/4"net header , 11 with two rows of 16d steel header not allowed (I sinker nails at 3"o.c.iyp Fasten sheathing to header with 8d common or • Min.3/8"wood structural 12' r galvanized box nails at 3"grid pattern as shown g 8/ panel sheathing max A d/ Header to jack-stud strap per wind design. 0 9 wall height Min 1000 lbf on both sides of opening opposite 9 side of sheathing. If needed,panel splice edges shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" -L 77:. nailed to common blocking max •• thick wood structural panel sheathing with within middle 24"of portal height 8d common or galvanized box nails at 3"o.c. • y height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. -' Min length of panel per table 1 ▪ �" Typical portal frame I° k construction Min(2)3500 lb strap-type hold-downs ., E'' ( embedded into concrete and nailed into framing) 14 5` Min double 2x4 post(king 3 3 and jack stud).Number of , ,t, ,"; —Min reinforcing of foundation,one#4 bar k_,�, 4 1 jack studs per IRC tables i top and bottom of footing.Lap bars 15'min. i j R502.5(1)&(2). Min •footingg •size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- into framing) with 2"x 2"x 3/16"plate washer 15238_2017.10.18_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 39 of 44 Title: Job# Dsgnr: Date: 3:46PM, 12 OCT 15 Description: Scope: Square Footing Design Page 1 15238_rivertertace_3abd.ecw:15238-B Description 15238-ABD-FTG1 General Information Dead Load 0.900 k Footing Dimension 1.330 ft Live Load 2.400 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 2 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf fc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.750 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.287 in2 As Req'd by Analysis 0.0004 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014% Summary Footing OK 1.33ft square x 10.0in thick with 2-#4 bars Max.Static Soil Pressure 1,986.40 psf Vu:Actual One-Way 4.03 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,986.40 psf Vu:Actual Two-Way 25.41 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Mu :Actual 0.70 Alternate Rebar Selections... 2 #4's 1 #5's 1 #6's Mn*Phi:Capacity 5.82 1 #7's 1 #8's 1 #9's 1 #10's 15238_2017.10.18_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 41 of 44 Title: Job# Dsgnr: Date: 4:10PM, 12 OCT 15 , Description: Scope: Square FootingDesign Page 1 q 15238_riverterrace 3abd.ecw:15238-B Description 15238-ABD-FTG3 General Information Dead Load 5.000 k Footing Dimension 3.250 ft Live Load 13.230 k Thickness 11.00 in Short Term Load 0.000 k #of Bars 4 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pdfc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Reinforcing Rebar Requirement Actual Rebar"d"depth used 7.750 in As to USE per foot of Width 0.238 in2 200/Fy 0.0050 Total As Req'd 0.772 in2 As Req'd by Analysis 0.0019 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0025% Summary Footing OK 3.25ft square x 11.0in thick with 4-#4 bars Max.Static Soil Pressure 1,858.83 psf Vu:Actual One-Way 31.36 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,858.83 psf Vu:Actual Two-Way 125.76 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 3.93 k-ft/ft 4 #4's 3 #5's 2 #6's Mn*Phi:Capacity 5.54 k-ft/ft2 #7's 1 #8's 1 #9's 1 #10's l 15238_2017.10.18_RT SF_Suspended Garage_Plan 3B DL-SG_Structural Calculations.pdf Page 43 of 44